Recent Advances in Engineering
Comparison of the design of the crane runway according to former
Czech national standards and currently valid Eurocodes
MILAN PILGR & ONDREJ PESEK
Department of Metal and Timber Structures
Brno University of Technology, Faculty of Civil Engineering
Veveri 331/95, 602 00 Brno
THE CZECH REPUBLIC
pilgr.m@fce.vutbr.cz pesek.o@fce.vutbr.cz http://www.fce.vutbr.cz
Abstract: - This paper is focused on the load and the design of the crane runway inside a single-storey building.
Two electric heavy overhead travelling cranes running on the crane supporting structure. The crane runway
girder consists of the (vertical) crane runway beam, the lattice surge girder and the sloping truss. Analyzes of
the vertical actions, the lateral surges and the braking forces according to CSN 73 0035 and Eurocode No. 1 are
compared in this paper. Verifications of the pure resistance of the cross-sections, the lateral-torsional buckling
resistance of the beam, the plate buckling resistance of the slender walls, the resistance of the web to flange
welds, the deflections and the fatigue strength according to CSN 73 1401 and Eurocode No. 3 are compared in
this paper too.
Key-Words: - steel structure, crane supporting structure, load, design, CSN, Eurocode
beam, which is supported by main columns of the
building – the spacing of the main columns is
12,0 m. The cross-section of the vertical crane
runway beam is a singly-symmetric I with the upper
flange thicker than the lower flange. The dimensions
of the cross-section are: the high h = 1200 mm, the
breadth b = 400 mm, the web thickness tw = 12 mm,
the upper flange thickness tf1 = 30 mm, the lower
flange thickness tf2 = 25 mm and the effective
thickness of the web to flange welds a = 8 mm. The
surge girder consists of modified Warren truss – the
first chord is identical with the upper chord of the
vertical crane runway beam, the second chord
consists of an angel couple. The cross-section of
web members is an equal leg angel. The high of the
truss of the surge girder is hsg = 1,2 m. The outer
chord of the lattice surge girder is supported by the
sloping truss – the distance of the supports is equal
3,0 m. It is a triangular close structural system,
which consists of the (vertical) crane runway beam,
the lattice surge girder and the sloping truss, and
which is cinematically determinate, see the figure 1.
In this case two electric overhead travelling cranes
running on the crane supporting structure in singlystorey building with span 24,0 m – crane parameters
are specficated in CSN 27 0200 – the first crane has
the rated capacity 50/12,5 t, the second crane has the
rated capacity 32/8 t. The class of the fatigue actions
of both cranes is No. II (according to CSN 27 0103)
or the S5 (according to CSN EN 13001-2+A3). The
1 Introduction
The Czech national standards CSN for design of
load-carrying structures were violated in April 2010.
The CSN standards were replaced by the final drafts
of Eurocodes. Problems of design of crane
supporting structures have undergone great changes.
The changes consist mainly of different calculation
methods. Different values of effects of loads,
resistances, reliability reserve and dimensions of
load carrying members of crane runways are a
consequence of those changes. The presented paper
is focused on the differences of values of the
mentioned quantities, which are set according to
former Czech national standards (valid before 1995)
and final drafts of Eurocodes (valid from 2010), see
the table 1. Two electric heavy overhead travelling
cranes running on the crane supporting structure.
The crane runway girder consists of the (vertical)
crane runway beam, the lattice surge girder and the
sloping truss.
Note that currently apply two sets of standards for
bridge cranes, see the table 2 – but the currently
valid Eurocodes refer to the standards shown in the
right column of the table only.
2 Arrangement of crane runway
We assume that the crane runway girder consists of
the (vertical) crane runway beam, the lattice surge
girder and the sloping truss. It is simply supported
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Recent Advances in Engineering
hoisting class of appliance of both cranes is the b
(according to CSN 27 0103) or the HC2 (according
to CSN EN 15011). We will consider the possibility
of a work of coupled cranes. In the following we
give a comparison of checks of an intermediate span
of the crane runway girder. The steel grade of the
parent material is No. 37 (according to CSN 73
1401) or the S 235 (according to CSN EN 1993-11).
Table 1 – Overview of CSN and EC standards for actions and design of crane supporting structures
Č.
References to the provisions
of the former standards1)
Problems
References to the provisions
of the currently valid standards
Actions on the crane supporting structure
1
The self-weight of the crane
CSN 73 0035 [19], section III
CSN EN 1991-1-1 [20], section 5
2
The vertical actions of the
wheels
CSN 73 0035 [19], section IV.C
CSN EN 1991-3 [21], clause 2.6
3
The lateral surges
CSN 73 0035 [19], section IV.C
CSN EN 1991-3 [21], clause 2.7
4
The imposed loads on the
walkways
CSN 73 0035 [19], section IV.A
CSN EN 1991-3 [21], clause 2.9
5
The fatigue loads
CSN 73 0035 [19], section IV.C
CSN EN 1991-3 [21], clause 2.12
Design of the crane supporting structure
6
The pure resistance of the
cross-section
CSN 73 1401 [22], section V
CSN EN 1993-1-1 [23], clause 6.2
7
The lateral-torsional buckling
resistance of the beam
CSN 73 1401 [22], section VI
CSN EN 1993-1-1 [23], clause 6.3
8
The plate buckling resistance
of the walls
CSN 73 1401 [22], section VII
CSN EN 1993-1-5 [24]
9
The resistance of the web to
flange welds
CSN 73 1401 [22], section VIII
CSN EN 1993-1-8 [25], section 4
10
The deflections
CSN 73 1401 [22], section XI
CSN EN 1993-6 [27], section 7
11
The fatigue strength
CSN 73 1401 [22], section IX
CSN EN 1993-1-9 [26]
1
) CSN 73 0035 was repealed 1st April 2010, CSN 73 1401 was repealed 1st April 1995.
Fig. 1 – The cross-section of the crane runway girder
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upper chord of the vertical crane runway beam due
to a horizontal flexure of the lattice surge girder due
to the (transverse) forces caused by skewing of the
crane, c) due to the horizontal bending in the upper
chord of the vertical crane runway beam due to
mimostycny action of the (transverse) force caused
by skewing of the crane. The ratio of effects of load
and resistance Ed / Rd is 0,87.
The results of the calculations of the checks
according to CSN EN 1993-1-1 show that the most
unfavourable load occurs in the edge of the web
below the upper flange namely a) due to the global
shear stress due to the (vertical) shear force, b) to d)
due to the local compressive stress, the local shear
stress and the local bending stress due to the
concentrated transverse force – wheel load. The
ratio of effects of load and resistance Ed / Rd is 1,80.
3 Values of loads
Values of actions induced by cranes, including the
static and equivalent dynamic component of a crane
action, are given in Table 3. The values are
calculated according to CSN 73 0035 and CSN EN
1991-3.
4 Reliability reserves of salient limit
states
4.1 The pure resistance of the cross-sections
The results of the calculations of the checks
according to CSN 73 1401 show that the most
unfavourable load occurs in the extreme fibres of
the upper flange namely a) due to the maximum
vertical bending moment in the cross-section of the
vertical crane runway beam due to the vertical
actions, b) due to the compressive axial force in the
Table 2 – Overview of the current standards for bridge cranes and crane supporting structures
Problems
Existing standards
Newly introduced standards
Bridge cranes
Terminology of branch of cranes
Projection and construction of cranes
CSN 27 0005
1
CSN ISO 4306-1
CSN 27 0140 )
CSN EN 15011
Actions on the load-carrying structures
of cranes
CSN ISO 8686-1
CSN EN 13001-2+A3
Design of the steel structures of cranes
CSN 27 0103
CSN P CEN/TS
13001-3-1
CSN 27 02002)
–
Dimensions, speeds of motions,
values of actions on the crane
supporting structure
Crane supporting structures
Requirements for structural clearance
of crane
CSN 73 5130
CSN EN 15011
Tolerances of dimensions of crane
supporting structures
CSN 73 5130
CSN ISO 12488-1
Access routes, admission to the crane
station
CSN 73 5130
ISO 11660-53)
Load-carrying structure of the crane
runway
see table 1, the right column
1
) Repealed 1st August 2011.
) Repealed 1st November 2006.
3
) Not yet introduced.
2
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maximum horizontal deflection at mid-span for
which holds the ratio of effect of load and
serviceability criterion Ed / Cd = 0,67 according to
CSN 73 1401 or Ed / Cd = 0,68 according to CSN
EN 1993-6.
4.2 The lateral-torsional buckling resistance
of the beam
If the buckling length of the upper chord of the
vertical crane runway beam is Lc = 1500 mm (equal
to the distance between the joints of the lattice surge
girder) than the beam does not susceptible to a
lateral buckling. They are the results of the
calculations of the checks both according to CSN 73
1401 and according to CSN EN 1993-1-1.
4.6 The fatigue strength
The results of the calculations of the checks both
according to CSN 73 1401 and according to CSN
EN 1993-1-9 show that the most unfavourable load
occurs in the web to flange welds namely due to the
stress range of the vertical compressive stress due to
the concentrated transverse force – wheel load. The
ratio of effects of load and resistance Ed / Rd is 0,99
according to CSN 73 1401 or 1,76 according to
CSN EN 1993-1-9.
4.3 The plate buckling resistance of the
slender walls
The results of the calculations of the checks both
according to CSN 73 1401 and according to CSN
EN 1993-1-5 show that the most unfavourable load
occurs in the end web panel namely a) due to the
maximum shear stress, b) due to the concentrated
transverse force – wheel load. The ratio of effects
of load and resistance Ed / Rd is 1,00 according to
CSN 73 1401 or 0,66 according to CSN EN 1993-15.
5 Conclusion
If the load-carrying structure of the crane runway
with chosen arrangement (fig. 1) is checked using
the methods of the former Czech national standards
than all reliability conditions are satisfied; if the
crane supporting structure is checked using the
methods of the currently valid Eurocodes than the
pure resistance and the fatigue strength are
unsatisfactory (see the paragraphs 4.1 and 4.6). A
reliable load-carrying structure of the crane runway
should have the following dimensions: we enlarge
the web thickness width tw from 12 to 15 mm, the
upper flange thickness tf1 from 30 to 40 mm, the
lower flange thickness tf2 from 25 to 32 mm and the
effective thickness of the web to flange welds below
the upper flange a from 8 to 16 mm. The total mass
of the crane runway girder is greater by cca 30 %.
4.4 The resistance of the web to flange welds
The results of the calculations of the checks
according to CSN 73 1401 show that the most
unfavourable load occurs a) due to the maximum
bending moment, b) due to the corresponding shear
force, c) due to the concentrated transverse force –
wheel load. The ratio of effects of load and
resistance Ed / Rd is 0,88.
The results of the calculations of the checks
according to CSN EN 1993-1-8 show that the most
unfavourable load occurs a) due to the maximum
shear force, b) due to the concentrated transverse
force – wheel load. The ratio of effects of load and
resistance Ed / Rd is 0,53.
4.5 The deflection
The results of the analysis both according to CSN
standards and according to Eurocodes give the
Table 3 – Overview of the values of the actions induced by the cranes in kN set according to CSN and EC
Action
The maximum
vertical action
of the wheel
The longitudinal
braking force
The transverse
braking force
The transverse
force caused by
skewing
of the crane
according to CSN
characteristic
design
362
543
36,2
39,8
13,6
14,9
55,3
60,8
according to EC
characteristic
design
367
554
19,3
39,1
15,3
20,7
110
149
according to CSN
characteristic
design
253
364
25,3
27,8
9,58
10,5
48,1
52,9
according to EC
characteristic
design
249
380
14,0
28,4
10,1
13,6
74,7
101
of the crane 50/12,5 t
of the crane 32/8 t
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Acknowledgements:
This research has been supported by project of
GACR No. P105/12/0314, by research programme
of MSMT No. MSM 0021630519, by project of
specific university research No. FAST-12/1786 and
by education programme of OPVK No. CZ.1.07/2.2.
00/15.0426.
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